建筑結構設計中的風荷載計算案例綜述1.1風荷載標準值計算wk式中，wk—風荷載標準值（kN/m2）w0—基本風壓（kN/m2），濰坊壽光基本風壓為0.40kN/m2βz—高度z處的風振系數，當房屋高度小于30m時取1.0μs—風荷載體形系數，取1.4μz—風壓高度變化系數，地面粗糙程度為C類表2-7風荷載標準值計算表層次βzμsZ(m)μzw0A（m2）wkP（kN）61.01.423.850.840.4026.910.7412.648519.950.8430.4200.7414.297416.050.8430.4200.7414.297312.150.7430.4200.41412.59428.250.7430.4200.41412.59414.350.7432.1750.41413.320集中風荷載P=wA—一榀框架各層節點的受風面積Z—框架節點至室外地面的高度A=?hi—下層柱高hj—上層柱高，對于頂層為女兒墻高度的2倍B—計算單元迎風面寬度A1=（4.35+3.9）/2×7.8=32.175m2A2=A3=A4=A5=（3.9+3.9）/2×7.8=30.420m2A6=（3.9+1.5×2）/2×7.8=26.91m2Wk1=Wk2=Wk3=1.0×1.4×0.74×0.4=0.414Wk4=Wk5=Wk6=1.0×1.4×0.84×0.4=0.470P1=0.414×32.175=13.320kNP2=0.414×30.42=12.594kNP3=0.414×30.42=12.594kNP4=0.470×30.42=14.297kNP5=0.470×30.42=14.297kNP6=0.470×25.35=12.648kN剪力：V6=F6=12.648kNV5=F6+F5=26.945kNV4=F6+F5+F4=41.242kNV3=F6+F5+F4+F3=53.836kNV2=F6+F5+F4+F3+F2=66.43kNV1=F6+F5+F4+F3+F2+F1=79.75kN反彎點高度比計算：y=y0+y1+y2+y3表2-8風荷載作用下反彎點高度比層次B柱C柱D柱E柱6y0=0.354y0=0.45y0=0.45y0=0.354y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.354y=0.45y=0.45y=0.3545y0=0.404y0=0.49y0=0.49y0=0.404y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.404y=0.49y=0.49y=0.4044y0=0.45y0=0.50y0=0.50y0=0.45y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.45y=0.50y=0.50y=0.453y0=0.454y0=0.50y0=0.50y0=0.454y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.454y=0.50y=0.50y=0.4542y0=0.50y0=0.50y0=0.50y0=0.50y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.50y=0.50y=0.50y=0.501y0=0.593y0=0.55y0=0.55y0=0.593y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y1=y2=y3=0y=0.593y=0.55y=0.55y=0.593圖2-6風荷載作用下結構計算簡圖1.2風荷載作用下的位移驗算水平荷載作用下框架的層間位移計算：ΔUVj—第j層的總剪力?uj—第j層層間位移∑Dij—第j層所有柱抗側移剛度之和風荷載作用下框架樓層層間位移與層高之比的計算見下表：表2-9風荷載作用下框架樓層層間位移與層高之比的計算層次Vj∑D?uj（m）hi△Vj/h612.648127434.30.00013240.0000307526.945131589.1780.0002393.900.0000635441.242131589.1780.0003673.900.0000942353.836131589.1780.0004943.900.000125266.43131589.1780.0006203.900.0001